{"id":25645,"date":"2016-11-25T11:26:36","date_gmt":"2016-11-25T09:26:36","guid":{"rendered":"https:\/\/www.geostru.eu\/ro\/?p=25645"},"modified":"2017-06-02T17:50:59","modified_gmt":"2017-06-02T15:50:59","slug":"comparatie-rezultate-mp-vs-rezultate-de-calcul-ghid-de-proiectare-geotehnica","status":"publish","type":"post","link":"https:\/\/www.geostru.eu\/ro\/blog\/2016\/11\/25\/comparatie-rezultate-mp-vs-rezultate-de-calcul-ghid-de-proiectare-geotehnica\/","title":{"rendered":"Comparatie rezultate MP vs. rezultate de calcul (Ghid de proiectare geotehnica)"},"content":{"rendered":"

Comparatie rezultate MP vs. Exemplul de calcul 2 (Ghid de proiectare geotehnica\/Proiectarea geotehnica a fundatiilor pe piloti<\/a>)<\/h3>\n

Prezentul document prezinta comparatia dintre rezultatele obtinute pentru calculul capacitatii portante ultime la compresiune a unui pilot armat\u00a0 care strabate un strat de pamant foarte compresibil in programul MP<\/strong> <\/a>si in Exemplul 2.2 pagina 77 din Ghidul de proiectare geotehnica\/Proiectarea geotehnica a fundatiilor pe piloti<\/a>.<\/p>\n

Pilot forat cu tubaj recuperabil, cu sectiune circulara (d=0.40m)<\/p>\n

\"schita_exemplu2\"<\/p>\n

Pentru articolul complet click aici<\/a><\/p>\n

Abordari de calcul<\/u><\/strong><\/p>\n

AB1G1: A1+M1+R1<\/u><\/p>\n

M1: \u03b3\u03c6`<\/sub>= \u03b3\u03b3<\/sub>= \u03b3c`<\/sub>= \u03b3cu<\/sub>= 1.00<\/p>\n

R1: \u03b3b<\/sub>=1.25 ; \u03b3s <\/sub>=1.00 conform Tabel A7 (RO)<\/p>\n

Formula lui Terzaghi<\/em><\/strong><\/p>\n

Solutia propus\u00e3 de Terzaghi consider\u00e3 c\u00e3 terenul existent deasupra ad\u00e2ncimii la care a ajuns v\u00e2rful pilotului poate fi \u00eenlocuit de o suprasarcin\u00e3 echivalent\u00e3 cu tensiunea vertical\u00e3 efficac (neglij\u00e2nd faptul c\u00e3 interactiunea dintre pilot si fundatie ar putea modifica aceast\u00e3 valoare)e si conduce analizza la problema capacit\u00e3tii portante a unei fundatii superficiale.<\/p>\n

Formula lui Terzaghi poate fi scris\u00e3:<\/p>\n

Pentru articolul complet click aici<\/a><\/p>\n

Rezultatele obtinute sunt prezentate in tabelul 1<\/p>\n

 <\/p>\n

Metoda lui Vesic<\/strong><\/p>\n

Vesic a asimilat problema rupturii \u00een jurul v\u00e2rfului pilotului si aceea a expansiunii unei cavit\u00e3ti cilindrice \u00een mediu elastico-plastic, \u00een asa fel \u00eenc\u00e2 s\u00e3 se tin\u00e3 cont si de compresibilitatea mediului.<\/p>\n

Dup\u00e3 Vesic <\/em>coeficientii capacittii portante Nq<\/em>\u00a0si Nc<\/em>\u00a0se pot calcula dupa cum urmeaza:<\/p>\n

 <\/p>\n

Pentru articolul complet click aici<\/a><\/p>\n

 <\/p>\n

Tabelul 1<\/strong><\/p>\n\n\n\n\n\n\n\n
<\/td>\nMP<\/strong><\/td>\nGhid de proiectare geotehnica<\/strong><\/td>\n<\/tr>\n
Berezantzev (1970)<\/td>\nTerzaghi<\/td>\nJanbu<\/td>\nHansen<\/td>\nVesic<\/td>\nBerezantev (1965)<\/td>\n<\/tr>\n
Rb;d <\/sub><\/p>\n

(kN)<\/td>\n

723.45<\/td>\n497.01<\/strong><\/span><\/td>\n328.98<\/td>\n564.23<\/td>\n545.68<\/td>\n187.20<\/td>\n354.4<\/strong><\/span><\/td>\n<\/tr>\n
Rs;d <\/sub><\/p>\n

(kN)<\/td>\n

281.79<\/td>\n281.79<\/strong><\/span><\/td>\n281.79<\/td>\n281.79<\/td>\n281.79<\/td>\n281.79<\/td>\n381.5<\/strong><\/span><\/td>\n<\/tr>\n
Rc;d <\/sub><\/p>\n

(kN)<\/td>\n

973.82<\/td>\n747.38<\/strong><\/span><\/td>\n579.35<\/td>\n814.60<\/td>\n796.05<\/td>\n437.59<\/td>\n735.9<\/strong><\/span><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

\u00a0<\/em><\/p>\n

Pentru articolul complet click aici<\/a><\/p>\n","protected":false},"excerpt":{"rendered":"

Comparatie rezultate MP vs. Exemplul de calcul 2 (Ghid de proiectare geotehnica\/Proiectarea geotehnica a fundatiilor pe piloti) Prezentul document prezinta comparatia dintre rezultatele obtinute pentru calculul capacitatii portante ultime la compresiune a unui pilot armat\u00a0 care strabate un strat de pamant foarte compresibil in programul MP si in Exemplul 2.2 pagina 77 din Ghidul de…<\/p>\n","protected":false},"author":216,"featured_media":25741,"comment_status":"closed","ping_status":"closed","sticky":false,"template":"","format":"standard","meta":{"footnotes":""},"categories":[637],"tags":[639],"class_list":["post-25645","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-comparatie-rezultate","tag-pilot-armat","category-637","description-off"],"yoast_head":"\nComparatie rezultate MP vs. rezultate de calcul<\/title>\n<meta name=\"description\" content=\"omparatie rezultate MP vs. Exemplul de calcul 2 (Ghid de proiectare 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He graduated in civil engineering at the University of Calabria (UNICAL) with a thesis entitled \"Programma di calcolo per l\u2019analisi della stabilit\u00e0 dei pendii con metodi numerici avanzati\u201d (Calculation program for the analysis of slope stability with advanced numerical methods). From 1996-1999 he worked as an analyst and software developer specialized in algorithms and development in the main programming languages: pascal, vb, fortran, visual c ++ and in the web full stack developer. In 1999 he founded Geostru, the well-known international software company, for which he produced hundreds of software and sophisticated analysis algorithms. Maturing experience in: advanced mathematical models 2D \/ 3D and graphics programming with OpenGL and DirectX. Between 2000-2014 he was co-supervisor of numerous degree theses and author of technical articles published by Ingenium Edizioni. Between 2014-2019 he published articles in international technical journals and coordinated important university research projects. Since 2014 he is a member of: AGI, ISRM, ISSMGE, AGI-IGS and certificate of AGS (Association of Geotechnical & Geoenvironmental Specialists). Since 2016 he works as analyst, software developer, consultant for insourcing (SC ENGSOFT) and outsourcig activities for important international companies, in the European Silicon Valley, Cluj Napoca.","sameAs":["http:\/\/www.geostru.eu"],"url":"https:\/\/www.geostru.eu\/ro\/blog\/author\/filippo-catanzariti\/"}]}},"_links":{"self":[{"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/posts\/25645"}],"collection":[{"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/users\/216"}],"replies":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/comments?post=25645"}],"version-history":[{"count":0,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/posts\/25645\/revisions"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/media\/25741"}],"wp:attachment":[{"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/media?parent=25645"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/categories?post=25645"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/www.geostru.eu\/ro\/wp-json\/wp\/v2\/tags?post=25645"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}